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Specifications (, S7` acs- aoO F1 1 .21z sw7Yr �5 141,( Michael K. Brown, S.E. RECEIVED 5346 E. Branchwood Dr. Boise, ID 83716 MAY 21 2015 208-850-7542 Mikebrown.seCalgmail.com ' '\'OFI TIGARD BUILDING DIVISION LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 2, SOUTH VIEW TIGARD, OR ENGR. JOB # DM15-068 t, -, '' to 1 N ORE • ++10. if;14 G,^'- EXPIRATO1 DATE; 12•-31 1 b Prepared for: StoneBridge Homes, NW, LLC Plan #: 310 OTE: 1839 Date: 5-14-2015 The following calculations are for basement retaining walls,lateral wind and seismic engineering only. Gravity loading and ! the design of foundations(with the exception of retaining walls)are outside the scope of this design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Michael K. Brown, S.E. and Core Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or materials. Michael K. Brown, S.E. and Core Engineering, PLLC. shall have no obligation of liability, whether arising in contract (including warranty),Tort(including active,passive,or imputed negligence)or otherwise,for loss or use,revenue or profit, or for any other incidental or consequential damage Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, South View By: MKB Core Job Number: DM15-068 Date: May, 2015 Code Basis of Design: Latest Adopted Version of O.S.S.C.and O.R.S.C. Wind Loading: Either ASCE 7 or O.S.S.0 projected area method allowed. ASCE 7 used. Wind: 120 MPH ultimate wind Speed, Exposure B, 6:12 Pitch roof Side to Side and 4:12 Pitch Front to Back. Per ASCE 7 Figure 28.6-1: Front to Back: Zone A: 31.6 PSF Zone B: 0 Zone C: 21.1 Zone D: 0 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 40 feet Therefore, use a = 4 feet Side to Side Zone A: 30.1 PSF Zone B: 0 Zone C: 20.9 Zone D: 0 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 44 feet Therefore, use a = 4.4 feet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C)/overall length: 23.2 PSF Average force on projected roof = (total force at zone B + total force at zone D)overall length: = 0 PSF Wall Plate Height = 8 feet Projected Average Roof Height = 9 feet Total Wind Force at Upper Level = 3712 #, or 93 PLF cs 1 . Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, South View By: MKB Core Job Number: DM15-068 Date: May, 2015 Side to Side: Horizontal Dimension = 44 Feet Average force on projected wall = 22.7 PSF Average force on projected roof= 0.00 PSF Projected Average Roof height = 4 Feet Total Wind Force at Upper Level = 4002 #, or 91 PLF Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 23.2 PSF Projected Length = 40 Feet Total Wind force at Main Level = 8816 #, or 220 PLF Total Wind force Upper and Main = 12528 # Side to Side: Averag force on projected wall = 22.7 PSF Projected Length = 44 Feet Total Wind force at Main Level = 9505 #, or 216 PLF Total overall side to side wind force = 13508 Pounds Seismic Loading: D1 seismic design category per O.R.S.C. SD5= .83, R = 6.5, W = weight of structure V = [1.2 SDS/R] W V = .154W Roof Dead Load = 15 psf Floor Dead Load = 12 psf Int. wall Dead Load = 6 psf Ext. wall Dead Load : 12 psf Seismic Front to Back: Tributary Roof Length = 45 Feet Tributary Floor Length = 44 Feet Equiv. Trib Int wall Length = 40 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, South View By: MKB Core Job Number: DM15-068 Date: May, 2015 Wroof= 129.822 plf > 93 plf, therefore Seismic Gov. Wfloor = 136.29 plf < 220 plf, therefore Wind Gov. Total Seismic Load = 10644.48 Pounds < 12528 Therefore Wind Gov. overall Seismic Side to Side: Tributary Roof Length = 40 Feet Tributary Floor Length = 40 Feet Equiv. Trib Int wall Length = 40 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof= 181.104 plf > 91 plf, therefore seismic gov. Wfloor = 179.256 plf < 216 plf, therefore wind gov. Total Seismic Force = 16036.94 Pounds, > 13508 Pounds, therefore seismic gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: Line B: P = 130 * 20 ft = 2596 # Total Shear Wall Length = 18 Feet V=P/L = 144 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 18 Feet Trib Floor Area = 0 Feet Mot = 14540 LB FT Factored Dead Load 76 PLF Mr = 12247 LB FT T = 127 LB No Uplift Line C: P = 130 * 20 ft = 2596 # Total Shear Wall Length = 16 Feet V=P/L = 162 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 16 Feet Trib Floor Area = 0 Feet Mot = 14540 LB FT Factored Dead Load 76 PLF Mr = 9677 LB FT T = 304 LB No Uplift ti Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, South View By: MKB Core Job Number: DM15-068 Date: May, 2015 Line 1: P = 181 * 22 ft = 3984 # Total Shear Wall Length = 12 Feet V=P/L = 332 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 20 Feet Shortest Wall Length 12 Feet Trib Floor Area = 0 Feet Mot = 22312 LB FT Factored Dead Load 238 PLF Mr = 17107 LB FT T = 434 LB No Uplift Line 2.8: P = 181 * 22ft = 3984 # Total Shear Wall Length = 21 Feet V=P/L = 190 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 20 Shortest Wall Length 3 Feet Trib Floor Area = 0 Mot = 3187 LB FT Factored Dead Load 238 PLF Mr = 1069 LB FT T = 706 LB Perp wall and HDR to resist 2nd Floor / Low Roof Wall Line: Front to Back: LineB: P = 220 * 20 ft + 2596 = 7004.44 # Total Shear Wall Length = 27 Feet V=P/L = 259 PLF Use a wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 27 Feet Trib Floor Area = 2 Feet Mot = 37824 LB FT Factored Dead Load 97 PLF Mr = 35429 LB FT T = 89 LB No Uplift Line C: P = 220 * 20 ft + 2596 = 7004.44 # Total Shear Wall Length = 36 Feet V=P/L = 195 PLF Use A wall S A \ Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, South View By: MKB Core Job Number: DM15-068 Date: May, 2015 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 19 Feet Trib Floor Area = 2 Feet Mot = 19963 LB FT Factored Dead Load 97 PLF Mr = 17545 LB FT T = 127 LB No Uplift Side to Side: Line 1: P = 179 * 17 ft + 3984 = 7032 # Total Shear Wall Length = 10 Feet V=P/L = 703 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 3 Feet Trib Floor Area = 8 Feet Mot = 11391 LB FT Factored Dead Load 302 PLF Mr = 1361 LB FT T = 3343 LB Use Type 2 or 6 HD Line 2: P = 179 * 25 ft + 0 = 4481 # Total Shear Wall Length = 10 Feet V=P/L = 448 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 4 Feet Trib Floor Area = 8 Feet Mot = 9680 LB FT Factored Dead Load 122 PLF Mr = 979 LB FT T = 2175 LB Use HD Type 1 Line 3: P = 179 * 11 ft + 3984 = 5956 # Total Shear Wall Length = 8 Feet V=P/L = 745 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 2 Feet Trib Floor Area = 0 Feet Mot = 8041 LB FT Factored Dead Load 83 PLF Mr = 166 LB FT T = 3938 LB Use Type 2 HD 4 • Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, South View By: MKB Core Job Number: DM15-068 Date: May, 2015 Lateral at Deck: Roof Level: No walls and 3:12 slope roof. Wind loads are minimal compared to Seismic. Roof Weight = 2700 pounds Lateral Load, P = 415.8 Pounds Use Knee Braces: P ' Each knee brace in tension only and at 45 degrees. Force in each brace = 244 Pounds Capacity of#10 screw in Hem Fir = 101 pounds/screw. With seismic 101 * 1.6 = 161.6 Required number of screws = 1.511934 Use 4 #10 screws • ti Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, South View By: MKB Core Job Number: DM15-068 Date: May, 2015 Deck Level: Dead Load: 2x Decking 5 psf 2x8 @ 16" o.c. 2.2 psf Misc. 1.8 psf Total = 9 psf Live Load = 40 psf(match interior live load) 2x8 at 16"o.c., OK 10' V 18' V=0.154[9psf(10'/2)(18')]+416. 554.4 Pounds > 554# 12'-0" 9'-0" Typical Bay Force at Each Brace = 277.2 pounds horizontal (tension Only): 2 bays Axial force in brace = 462.0 Pounds 2x6 bracing with (8) # 10 screws X' bracing to be taken to bottom of wood posts, therefore no additional lateral loads on post (axial only). Capacity of 16d Sinker = 103 Pounds with 1.5" side member With lateral: 1.6 x 103 = 164.8 pounds total number of 16d sinkers = 2.80339806 Use (4) 16d nails h ghi L ❑ ❑ Vif ST6224 O© Q � 0 Ij ST6224 FINN �y� =..- C AN„--L, 2 wy ,,,,7 , 41 O � Q 0 o r � *v., r, 0 iii. oy� VP ST6224 `■� SIM.,G.T.TO WALL SI ,G.T.TO ALL W/ T6224 W/ST6224 eSEE DETAIL 7/S3 FOR ALL CANTILEVER BASEMENT e me 71 RETAINING WALLS. e L mmimi 1 ID ■ wy 0 SHEATH ALL PERIMETER CRIPPLE WALLS WITH TYPE A SHEARWALL SHEATHING. VF © __..._ B . 0 Li ®IM. I e e SA SIM.,G.T.TO WALLSIM.,G. Q Q W/ST6224 W/ T62 TO Q VI ■ _ ST6224 MI 6224 �j a II, a L VP z -1 VP ° Sz e II I e Mr Mr � I% JI I ler © - m ■ o© o ,, s' 91 MAIN FLOOR PLAN UPPER FLOOR PLAN rx SCALE:1/8"=1' SCALE:1/8"=1' I, 1 1 N . , •SOUARE FOOTAGE IS AN kEiSAI41.12De.FIGURE.IT intormswailirmirM? -, , ,,L.,....1..,y..4,2-.I.I..f.V..iitt.ril..r, „ , , : :. 41 pi.t. , , , 1 ,0 , 1 i, , ., .,, ,..., .,„.... ,,.,„. , .„,.... 71F—,,l-ti-.-:_tcd,..---tf,t RE ES11MATES' ICt LASfs.DrasEBN,s I 1_1 EITImullmi ...,t _i 1 _ELLU_I Li__ _i jj__ffi iliffir___11_.-ff I I_ ti! all INCLUDED IN PLAN.THERE i1.1411_1111 ii 1 i i I I] 'i i 1 11 J,Likii 11 ,! .Tii 1 miign. ft 1 r 1 •IIII 1 ! _II ..E.J-Tiv.-,-, -:-g-rjL-L--Tfrr-1 IS AN ADODIONPL CHARGE IF HOWE ME IS NOT FUT. 11 '-‘' '4111111111111=111 I i 1: i i ji-i •ARCHITECURAL DRAWINGS ...:1• ii i t : ,, i I 1: , IT'1 H E.,:‘,..,- '"-is( i ARE ESTIMATES OF HOW k4,)/Th TOP PLATE HEIGHT ,.., ..........,...." ....,:„.,.,,, „ i 1 Er-i_. • - I s i-P 1 111111111 El 11 El 11 F r l• 11111 ., 1 1 1 41 .P004 I 0SECOND RR.HEIGHT i Ifilipt .1 i ' 1 111111111111011 1 1011111410ififfillat i -1 T1-I I Taim-----Kirpi . ,..-,.... i - sr i limINIIIIIIIIi111111111111111iialp1100110011111111111110111M111111111111 i li lig i ii us 11111111111 It 11 1,1. IL I.c ii i ..1.1 di. I - i ...-.......__---..., 41)TOP PLATE IL . _ _ ,,..r. - DD LI -- —1-, ULU ' ---, ..-- , , —4 —4 I 1 9313 LIED ;---- , - = IIIIIIJ 1111111111111 I1111111111111 -i LT -- . :-,-,-;. ......:-....,-;.- 1,1111111111141111,1111 litilLai'''' [11 '''"?- 71:1; ,,-44-i- ()FINISHED FLFL HEIGHT ge ."1". I. H 111. [1 111111 HUHU] 4- _ ........._...... ,..._........,=,..,„,,....„, 71 P,Ijialltiniinalssaumusitammulualuinvisimunimmositamm., '''''''''''-',---,--,„,,,„ -t. ? NIIIIIIIMIIIIIIIIIIIIIINIIIIIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIININIM ' i ', I INIIIIIM1111111111110111.11111111MLIIMIM1111.1111,11111IIMMIIIIIIMINSII ------------.,,, IKON' qe,i It'''' .1'111111111111111IIIIIIIIIIIININ1111111116111111.11111/P- Iniai I ,i, sli "41411111111111.11111111111111111111111111111111111111111110* ., 1 ' i .11 I Li i,:,' I 11111111111111IIIIIIIIIIIINIIIIIIIIIPP'' , ' :l -{-ji.,j II , TOP PLATE HEIGHT 7-,, , 18'-'12,..„.„,) , , I...m.". 1 1 I , . I I gll . 1 1 1 ---- _ : 1 ! .• .. ,. i • . ,. '10111,111111 • .• .• I 1 i' 1 I 1 I I IMMININ 1 1ma 1 --r1 .• ... • I SECOND FLR.HEIGHT (r, .• IANNIIIIHNIIMMIIIIIMIIIIMIMIllinglirifir I . 1 ' SM pr '' • 1 0.-12 i --, : '.--- ----' ' - - TOP PL9A'T-E0 ---------- - FINISHED FIR.HEIGHT,C} r- — \ -- , - : ,---- — : --. , • • . '...;..- --....„-.... II 1 0 . . . ''~- - ~~- -- - � -_-. -t,.„,18'-12 PLATE HEIGHT __' ___, � ` '~~~-fir I I | SHEARWALL SCHEDULE (a-m) MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRNASFER Lbs NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) CAPACITY A 16" OSB (1) SIDE 8d 6" 12" 2" Dia. A.B. @ 48" o/c 16d @ 6" o/c A35 @ 18" o/c 384 B16" OSB (1) SIDE (f) 8d 4" 12" 2" Dia. A.B. @ 24" o/c 16d @ 4" o/c A35 @ 14" o/c 560 C is OSB (1) SIDE (e,f) 8d 3" 12" zll'Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 11" o/c 720 D16" OSB (1) SIDE (e,f) 8d 2" 12" 2" Dia. A.B. @ 16" o/c (m) 16d @ 2" o/c A35 @ 8" o/c 936 E 16" OSB (2) SIDE (d,e,f) 8d 6" 12" Z" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 10" o/c 768 F16" OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2" Dia. A.B. @ 12"o/c (m) 16d @ 2" o/c A35 @ 7" o/c 1120 G16" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" 2"Dia. A.B. @ 10"o/c (m) 16d @ 3" o/c(2)rows staggered A35 @ 5" o/c 1440 H16" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2" Dia. A.B. @ 8"o/c (m) 16d @ 2" o/c(2)rows staggered HGA10KT @ 7" o/c 1872 Notes: a) Wood structural panels shall conform to the requireents for its type in DOC PS 1 or PS 2. All wall construction to conform to AF&PA SDPWS per IBC 2306.3. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7" embed into concrete. 3"x3"xY4" plate washers req'd at all shear wall A.B. Locate edge of Washer no greater than Z" from sheathed edge of sill plate. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) See plan for walls where seismic design shear is greater than 560 plf. 3x or 2x flat blkg at panel edges, Stagger nails. Where indicated on the plans 3x sills are required with A.B. spacing as per plan and schedule. See note C for plate washers req'd at A.B. For walls with the larger sills, Anchor Bolt spacing may be increased by a factor of 1.25 from the table above due to thicker sills. HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor NUMBER HOLDOWN _ Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour 1 HDU2-SDS2.5 OR PHD2-SDS3 (2)2x 3075 2215 SSTB14 SSTB2OL • 2 HDU4-SDS2.5 OR PHD5-SDS3 (2)2x 4545 3270 SSTB16L SSTB2OL MIN 3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L 7/ EDI EMBBED INNTOTO CON C. A36 THREADED ROD w/HEAVY SQ. NUT AND BP7/8-2 BEARING PLATE WASHER @ BOTT. 4 HDU11-SDS2.5 (1)6x 9535 6865 1"DIA.x42"A36 1"DIA.x42"A36 THREADED ROD w/ THREADED ROD w/ 8 HHDQ14-SDS2.5 (1)6x 13710 10745 HEAVY SQ. NUT AND HEAVY SQ. NUT AND WASHER @ BOT. WASHER @ BOT. PROVIDE 24"EMBED PROVIDE 24"EMBED INTO CONT FTG. INTO CONT FTG. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per latest Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (Multiple)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. I IP II ' 18" WIDE X 12 THICK CONT. FTG. W(4) #5 CONT. AT TOP \ AND AT BOTTOM. I 4x4 POSTS 0 REAR WALL SHALL ; BE RESTRAINED 0 BOTH TOP AND BOTTOM • 4x8 0 REAR WALL SHALL BE i PRESSURE TREATED IF LOCATED NEXT TO THE CONCRETE FOUNDATION ) • • • RIM JOISTS SHALL BE A 2X MEMBER FACE NAILED TO EACH ADJACENT STUD W/(3) 16d NAILS, OR BOLTED TO THE CONCRETE FOUNDATION WALLS W/STAGGERED 1/2" EXPANSION/EPDXY I �. ANCHORS 0 32" 0.0 OR .... ..._..... (--- -s- 1 PLACED 0 THE PERIMETER OF THE SUPPORTING -'I I t : it WALLS DIRECTLY AGAINST THE OUTSIDE r L. _'- Iit.( ' SHEATHING AND W/ THE SHEATHING NAILS TO I =, • THE RIM JOISTS 6/12• I iii [ r I d I �'i I I SLAB SHALL HAVE A MIN. ii li E (ill 1, �� ii L— THICKNESS OF 3 1/2" POINT iii I, i1,NE i } Ili 10 II ; L j a. E I :t INTERIOR F( 1! I 111 11 I11 111 11 11 E iH HI it111 i N { CONSTRUCT I iI IW Hi 11 il I .: DOUBLE TOI I� {{E III € +I i.E , ' SHEATHING INTERIOR FOUNDATION WALLS SHALL BE 2X6 :.( (2) 2X12 DF #2 JOISTS ® 12" 0.C. ) [ GARAGE FR CONSTRUCTION W/STUDS O 12" O.C. vi/ II i ii SEE SUPPORTED GARAGE DETAIL ( DOUBLE TOP PLATE. MATCH LOCATION OF Irl JOISTS ABOVE. STRUCTURAL TYPE 'A' I jI' 111 i. I! SHEATHING REQUIRED ON ALL WALLS BELOW I GARAGE FRAMING. 111 t �I_..r ( 1 1 11.1 HI Ii III ii II II t [ I $$ 1 J.S< I I H Pi !ii _ { - - I PLYWOOD SHALL BE PLACED W/ITSi c; LONG DIMENSION PERPENDICULAR TO THE 1' JOISTS il, 'i j t .; i .ii rIII i THERE SHALL BE 2 LAYERS OF 6 MIL. CLEAR - VISQUEEN OVER THE PRESSURE TREATED il , I ,qI Wi t 1 PLYWOOD. JOINTS SHALL BE LAPPED O 2' ..—7.-4[—,r--- -- ii -4—±= — It— THERE SHALL BE CAULKING, WEATHER—SEAL, OR OTHER APPROVED METHOD 0 THE FRONT OF THE SLAB 0 THE GARAGE DOOR TO LIMIT THE AMOUNT OF WATER RUNNING [ ji DRIVEWAY SHALL UNDER THE SLAB AND THE FOUNDATION AND ONTO OR NO WATER IS CI-1/AGAINST THE WOOD FOUNDATION. THE GARAGE FLO( IF ALL WOOD IN THIS AREA IN NOT PRESSURE TREATED, A METHOD SHALL BE EMPLOYED (SUCH AS SPACING) TO I ALL END JOINTS IN THE ALLOW ANY MINOR AMOUNTS OF WATER PENETRATING TO PLYWOOD SHALL BE OVER THE INSIDE FRONT OF THE GARAGE FOUNDATION WALL, t FRAMING MEMBERS FROM GROUND SEEPAGE, FROM INSTANCE, FROM i CONTACTING THE WOOD FOUNDATION • • Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Garage Floor Framing By: MKB Job Number: Date: April, 2012 Garage Floor Dead Loads: 4-1/2" Concrete = 145 *(4.5/12) = 54.375 PSF 3/4" Ply Sheathing = 2.5 (2) 2x12 at 12" o.c. = 9 Misc. = 1.5 Total = 67.375 , Use 70 PSF Live Load = 50 PSF Concentrated Load = 2,000 Pounds over 6" square and 9' apart 3 Load Cases: 1. All Uniform Load: Di-L=70+50 t T 2. Concentrated Load 5' Apart: 2k 2k 91 D= 70 II' 3. Concentrated Load at Center: 2k D=70 Use (2) 2x12 DF #2 at 12" o.c. See Enercalc Outputs Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Garage Floor Framing By: MKB Job Number: Date: April, 2012 Check punching shear between joists: 6 " wide 4.5 " deep total width of effected area is 6" + 2(4.5") = 15 ", which is greater than the 12" spacing, so okay Vc =4((fc)^.5)bd b= 42 ", perimeter distance d= 4.5 " fc = 2000 psi Vc = 33809 pounds > 3400 pounds, therefore okay = 1.7*2,000 pounds 11 1 !1 iNOod `Beam ,.. : , Fi G1USBts1MikelDopboxlMICHAE-1.BINK2014PR-110M54DE-11CaIcstGENERF-1:£C ENERCALC,INC.1983-2014.Buud:6.14.9.18,Ver6.14 S tt`_ Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds 5'apart CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10 Load Combination Set: 2006 IBC&ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 850 psi Ebend-xx 1 300 ksi Fc-Pill 1300 psi Eminbend-xx 470 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase L 2) L(2) D(0.07) V 1 , + V 2-2x12 Span=8.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.070 ksf, Tributary Width=1.0 ft Point Load: L=2.0 k @ 1.750 ft Point Load: L=2.0k@6.750ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.802 1 Maximum Shear Stress Ratio = 0.661 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 783.59 psi fv:Actual = 99.22 psi FB:Allowable = 977.50 psi Fv:Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.112 in Ratio= 910 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.130 in Ratio= 785 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.136 0.076 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 879.75 0.23 10.33 135.00 +D+L 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.802 0.661 1.00 1.000 1.00 1.15 1.00 1.00 1.00 4.13 783.59 977.50 2.23 99.22 150.00 +D+Lr • 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.098 0.055 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1221.88 0.23 10.33 18750 +D+S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.107 0.060 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1124.13 0.23 10.33 172.50 +1J+0.750Lr+0.750L 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.506 0.411 1.25 1.000 1.00 1.15 1.00 1.00 1.00 3.26 617.66 1221.88 1.73 76.99 187.50 lFfte 61UserstHeft ioxUMI AE-9E1[MH12014PR-NCW1154eE-1Cas1GF ERI-1.EC6.V1odBe'm as y-, A fENERCL4111 Aim '614.9,18>Ver514.918O ,,, ',..-,-,.,;=.0%:A. - - �,,, ,, N . . , , & . Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds 5 apart Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M v C d C EN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.549 0.446 1.15 1.000 1.00 1.15 1.00 1.00 1.00 3.26 617.66 1124.13 1.73 76.99 172.50 +D+W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.077 0.043 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1564.00 0.23 10.33 240.00 +D+0.70E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.077 0.043 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1564.00 0.23 10.33 240.00 +D+0.750Lr+0.750L+0.750W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.395 0.321 1.60 1.000 1.00 1.15 1.00 1.00 1.00 3.26 617.66 1564.00 1.73 76.99 240.00 +D+0.750L+0.750S+0.750W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.395 0.321 1.60 1.000 1.00 1.15 1.00 1.00 1.00 3.26 617.66 1564.00 1.73 76.99 240.00 +D+0.750Lr+0.750L+0.5250E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.395 0.321 1.60 1.000 1.00 1.15 1.00 1.00 1.00 3.26 617.66 1564.00 1.73 76.99 240.00 +D+0.750L+0.750S+0.5250E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.395 0.321 1.60 1.000 1.00 1.15 1.00 1.00 1.00 3.26 617.66 1564.00 1.73 76.99 240.00 +0.60D+W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.046 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.38 71.93 1564.00 0.14 6.20 240.00 +0.60D+0.70E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.046 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.38 71.93 1564.00 0.14 6.20 240.00 Overall Maximum Deflections Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+L 1 0.1299 4.281 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.298 2.298 Overall MINimum 0.179 0.179 D Only 0.298 0.298 +D+L 2.298 2.298 +D+Lr 0.298 0.298 +D+S 0.298 0.298 +D+0.750Lr+0.750L 1.798 1.798 +D+0.750L+0.750S 1.798 1.798 +D+W 0.298 0.298 +D+0.70E 0.298 0.298 +D+0.750Lr+0.750L+0.750W 1.798 1.798 +0+0.750L+0.7505+0.750W 1.798 1.798 +D+0.750Lr+0.750L+0.5250E 1.798 1.798 +D+0.750L+0.750S+0.5250E 1.798 1.798 +0.60D+W 0.179 0.179 +0.60D+0.70E 0.179 0.179 D Only 0.298 0.298 Lr Only L Only 2.000 2.000 S Only W Only E Only H Only fl el Fie c;luspi-s\mkeoropb8icl lcioti.Elahtom4pR-10454DE-itcekSIGENE -1.Ega. . Woad Beam .� __ �.�,, ,._ _-�� EN>"RclsLe.INc.1 .2ria ad:8.1as.tsvecs.14:a-ie�� Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds at Center CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10 Load Combination Set: 2006 IBC&ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 850 psi Ebend-xx 1300 ksi Fc-PrIl 1300 psi Eminbend-xx 470 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase L 2) D(0 07) 2-2x12 Span=8.50ft Applied Loads • Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.070 ksf, Tributary Width=1.0 ft Point Load: L=2.0k@4.250ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.947 1 Maximum Shear Stress Ratio = 0.365 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 925.81 psi fv:Actual = 54.77 psi FB:Allowable = 977.50 psi Fv:Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.096 in Ratio= 1061 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.114 in Ratio= 895 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.136 0.076 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 879.75 0.23 10.33 135.00 +D+L 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.947 0.365 1.00 1.000 1.00 1.15 1.00 1.00 1.00 4.88 925.81 977.50 1.23 54.77 150.00 +D+Lr 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.098 0.055 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1221.88 0.23 10.33 187.50 +D+S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.107 0.060 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1124.13 0.23 10.33 172.50 +D+0.750Lr+0.750L 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.593 0.233 1.25 1.000 1.00 1.15 1.00 1.00 1.00 3.82 724.33 1221.88 0.98 43.66 187.50 +D+0.750L+0.750S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • �g� , ;i4F16 setsiMike 'opt lMIOHAE-tEDMK2014PR-1i01v154DE 1tCalcaPENE,R1-LEGS YYU�,�£a1i' �; , 1..4,,,,,..,:,06--,:-....,,,,,,F.,ENERCALC,IN.19832414;Bulld6;144.18 Ver,6149:18 Lic,#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds at Center Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr CM C t CL M fb F'b V fv F'v Length=8.50 ft 1 0.644 0.253 1.15 1.000 1.00 1.15 1.00 1.00 1.00 3.82 724.33 1124.13 0.98 43.66 172.50 +D+W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.077 0.043 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1564.00 0.23 10.33 240.00 40+0.70E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.077 0.043 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1564.00 0.23 10.33 240.00 +D+0.750Lr+0.750L+0.750W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.463 0.182 1.60 1.000 1.00 1.15 1.00 1.00 1.00 3.82 724.33 1564.00 0.98 43.66 240.00 +D+0.750L+0.750S+0.750W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.463 0.182 1.60 1.000 1.00 1.15 1.00 1.00 1.00 3.82 724.33 1564.00 0.98 43.66 240.00 +D+0.750Lr+0.750L+0.5250E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.463 0.182 1.60 1.000 1.00 1.15 1.00 1.00 1.00 3.82 724.33 1564.00 0.98 43.66 240.00 +1J+0.750L+0.7505+0.5250E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.463 0.182 1.60 1.000 1.00 1.15 1.00 1.00 1.00 3.82 724.33 1564.00 0.98 43.66 240.00 +0.60D+W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.046 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.38 71.93 1564.00 0.14 6.20 240.00 +0.60D+0.70E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.046 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.38 71.93 1564.00 0.14 6.20 240.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span +D+L 1 0.1139 4.281 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.298 1.298 Overall MINimum 0.179 0.179 D Only 0.298 0.298 +D+L 1.298 1.298 +D+Lr 0.298 0.298 +D+S 0.298 0.298 +D+0.750Lr+0.750L 1.048 1.048 +D+0.750L+0.750S 1.048 1.048 +D+W 0.298 0.298 +0+0.70E 0.298 0.298 +D+0.750Lr+0.750L+0.750W 1.048 1.048 +0+0.750L+0.7505+0.750W 1.048 1.048 +D+0.750Lr+0.750L+0.5250E 1.048 1.048 +0+0.750L+0.7505+0.5250E 1.048 1.048 +0.60D+W 0.179 0.179 +0.60D+0.70E 0.179 0.179 D Only 0.298 0.298 Lr Only L Only 1.000 1.000 S Only W Only E Only H Only H 1 ♦1 1 ` . ,•_ 100pyfefsuokeit 0±Ar ,e-t toK014PR?41PM540E 1tait49ENEwtE6.Woodgeam �g - 4 .L? +. ENEF#CALC tl!�12014,BM*.54.9.fi3 Y8.14.a16? Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Uniform Live Load CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10 Load Combination Set: 2006 IBC&ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 850 psi Ebend-xx 1300 ksi Fc-Prll 1300 psi Eminbend-xx 470 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.071 L(0.05) v V V v V j ' 4 ---- 2-2x12 '.. Span=8.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.070, L=0.050 ksf, Tributary Width=1.0 ft Maximum UBRY Design OK A DESIGNximuSUMMARY Stress Ratio = 0.210 1 Maximum Shear Stress Ratio = 0.118 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 205.51 psi fv:Actual = 17.70 psi FB:Allowable = 977.50 psi Fv:Allowable = 150.00 psi Load Combination +D+L Load Combination +04 Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.013 in Ratio= 7990 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.031 in Ratio= 3329 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.136 0.076 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 879.75 0.23 10.33 135.00 +D+L 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.210 0.118 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.08 205.51 977.50 0.40 17.70 150.00 +D+Lr 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.098 0.055 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1221.88 0.23 10.33 187.50 +D+S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.107 0.060 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1124.13 0.23 10.33 172.50 +D+0.750Lr+0.750L 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.151 0.085 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.97 184.10 1221.88 0.36 15.86 187.50 +D+0.750L+0.750S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.164 0.092 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.97 184.10 1124.13 0.36 15.86 172.50 i ti r r Uierslbti10031ip CONA>714401,i0r1 PR-tiDM54DE 1tCakslG S-1-EC6 WOOtl r"- ,f.....'-.‘„,-; °�,.< : a� _... . ;WE ftf ALG,INC.19832014,Build6.14.9.18,il8%G.14 91$. Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Uniform Live Load Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.077 0.043 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1564.00 0.23 10.33 240.00 +D+O.70E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.077 0.043 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1564.00 0.23 10.33 240.00 +D+0.750Lr+0.750L+0.750W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.118 0.066 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.97 184.10 1564.00 0.36 15.86 240.00 +D+0.750L+0.7505+0.750W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.118 0.066 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.97 184.10 1564.00 0.36 15.86 240.00 +D+0.750Lr+0.750L+0.5250E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.118 0.066 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.97 184.10 1564.00 0.36 15.86 240.00 +D+0.750L+0.750S+0.5250E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.118 0.066 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.97 184.10 1564.00 0.36 15.86 240.00 +O.60D+W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.046 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.38 71.93 1564.00 0.14 6.20 240.00 +O.60D+0.70E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.046 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.38 71.93 1564.00 0.14 6.20 240.00 'O etaii Maximum Deflections Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0306 4.281 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.510 0.510 Overall MINimum 0.179 0.179 D Only 0.298 0.298 +D+L 0.510 0.510 +D+Lr 0.298 0.298 +1)+5 0.298 0.298 +D+0.750Lr+0.750L 0.457 0.457 +D+0.750L+0.750S 0.457 0.457 +D+W 0.298 0.298 +D+0.70E 0.298 0.298 +D+0.750Lr+0.750L+0.750W 0.457 0.457 +D+0.750L+0.7505+0.750W 0.457 0.457 +D+0.750Lr+0.750L+0.5250E 0.457 0.457 +D+O.750L+0.7505+0.5250E 0.457 0.457 +0.60D+W 0.179 0.179 +0.60D+0.70E 0.179 0.179 D Only 0.298 0.298 Lr Only L Only 0.213 0.213 S Only W Only E Only H Only V 1 I! Use menu item Settings>Printing&Title Block Title : 5'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING 1 Criteria ! Soil Data I Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf . ,`Wa WallEquivalent Fluid Pressure Method height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ' 'L1 Lateral Load Applied to Stem 11 [Adjacent Footing Load A Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbsWind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.52 OK Wall Material Above"He = Concrete Sliding = 1.64 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,302 lbs Rebar Spacing = 18.00 ...resultant ecc. = 6.43 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,365 psf OK fb/FB+fa/Fa = 0.407 Soil Pressure @ Heel = 189 psf OK Total Force @ Section lbs= 801.8 Allowable = 1,500 psf Moment....Actual ft-#= 1,421.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,638 psf Moment Allowable = 3,493.2 ACI Factored @ Heel = 227 psf Shear Actual psi= 16.7 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 28.4 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 LAP SPLICE IF BELOW in= Lateral Sliding Force = 706.4 lbs HOOK EMBED INTO FTG in= 6.00 less 1000%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,155.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data -- -....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.200 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data - --- -- fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 , • , Use menu item Settings>Printing&Title Block Title : 5'-0"Wall Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions & Strengths ' Footing Design Results ! Toe Width = 0.00 ft Toe Heel Heel Width = - 4.25 Factored Pressure = 1,638 227 psf Total Footing Width = 4.25 Mu':Upward = 0 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 0 411 ft-# Mu: Design = 0 411 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 28.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 0.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,970.8 2.46 4,845.0 Surcharge over Heel = 76.4 3.00 229.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 143.3 2.46 352.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Soil Over Toe = 1,970.8 Surcharge Over Toe = Total 706.4 O.T.M. 1,489.1 Stem Weight(s) = 550.0 0.33 183.3 Earth @ Stem Transitions= = = Footing Weight = 637.5 2.13 1,354.7 Resisting/Overturning Ratio = 4.52 Key Weight = Vertical Loads used for Soil Pressure= 3,301.7 lbs Vert.Component = Total= 3,301.7 lbs R.M.= 6,735.3 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: I, ' a Use menu item Settings>Printing&Title Block Title : 5'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data I Retained Height = 5.00 ft Allow Soil Bearing = 1,995.0 psf - _ ^ .' Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I [ Lateral Load Applied to Stem 11 [Adjacent Footing Load , Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type PP t by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs = 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wali Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in L Earth Pressure Seismic Load I Kae for seismic earth pressure = 0.389 Added seismic base force 157.6 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stern Weight Seismic Load I Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 157.1 lbs Use menu item Settings>Printing&Title Block Title : 5'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING L Design Summary 1 Stem Construction 1 Top Stem Stem OK Wall Stability Ratios Design Height Above FtE ft= 0.00 Overturning = 2.55 OK Wall Material Above"Ht" = Concrete Sliding = 1.13 Ratio<1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,302 lbs Rebar Spacing = 18.00 ...resultant ecc. = 10.64 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,777 psf OK fb/FB+fa/Fa = 0.712 Soil Pressure©Heel = 0 psf OK Total Force @ Section lbs= 1,175.9 Allowable = 1,995 psf Moment....Actual ft-#= 2,488.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,132 psf Moment Allowable = 3,493.2 ACI Factored @ Heel = 0 psf Shear Actual psi= 21.3 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 28.4 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 16.67 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,021.1 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,155.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 376.1 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' Load Factors Building Code IBC 2009,ACI Short Term Factor Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions & Strengths 1 Footing Design Results 1 Toe Width = 0.00 ft Toe Heel Heel Width = 4.25 Factored Pressure = 2,132 0 psf Total Footing Width = 4.25 Mu':Upward = 0 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 0 411 ft-# Mu: Design = 0 411 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 28.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 0.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm. 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined I I I 01 Use menu item Settings>Printing&Title Block Title : 5'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,970.8 2.46 4,845.0 Surcharge over Heel = 76.4 3.00 229.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 143.3 2.46 352.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load©Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 157.6 3.60 567.3 Soil Over Toe = 1,970.8 Seismic Stem Self Wt = 220.0 3.75 825.0 Surcharge Over Toe = Total 1,021.1 O.T.M. 2,645.7 Stem Weight(s) = 550.0 0.33 183.3 Earth @ Stem Transitions= = = Footing Weight = 637.5 2.13 1,354.7 Resisting/Overturning Ratio = 2.55 Key Weight = Vertical Loads used for Soil Pressure= 3,301.7 lbs Vert.Component = Total= 3,301.7 lbs R.M.= 6,735.3 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : 6'-0"Wall Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\131 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data ' Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf --. Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootinglfSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in L Surcharge Loads ' Lateral Load Applied to Stem 1 Adjacent Footing Load ' Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary ' Stem Construction 4 Top stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 4.63 OK Wall Material Above"Ht" = Concrete Sliding = 1.57 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 4,258 lbs Rebar Spacing = 14.00 ...resultant ecc. = 6.34 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,391 psf OK fb/FB+fa/Fa = 0.541 Soil Pressure @ Heel = 312 psf OK Total Force @ Section lbs= 1,130.2 Allowable = 1,500 psf Moment....Actual ft-#= 2,382.5 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,670 psf Moment Allowable = 4,407.9 ACI Factored @ Heel = 374 psf Shear Actual psi= 23.5 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 37.1 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 LAP SPLICE IF ABOVE in= 12.65 Sliding Calcs (Vertical Component Used) LAP p SPLICE IF BELOW in= Lateral Sliding Force = 946.6 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 0.0 lbs Lapsplice above base reduced bystress ratio less 100%Friction Force = - 1,490.4 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' Load Factors Building Code IBC 2009,ACI Short Term Factor - Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Concrete Data - Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title : 6'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions &Strengths ' Footing Design Results I Toe Width = 0.25 ft Toe Heel Heel Width = 4.75 Factored Pressure = 1,670 374 psf Total Footing Width = 5.00 Mu':Upward = 51 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 6 534 ft-# Mu: Design = 46 534 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 37.11 psi Key Depth = 0.00 in Mow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 2,695.0 2.96 7,972.7 Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 163.3 2.96 483.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 2,695.0 Surcharge Over Toe = Total 946.6 O.T.M. 2,312.7 Stem Weight(s) = 650.0 0.58 379.2 Earth @ Stem Transitions= = = Footing Weight = 750.0 2.50 1,875.0 Resisting/Overturning Ratio = 4.63 Key Weight = Vertical Loads used for Soil Pressure= 4,258.3 lbs Veil.Component = Total= 4,258.3 lbs R.M.= 10,710.1 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : 6'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data , Retained Height = 6.00 ft Allow Soil Bearing = 1,995.0 psf s-_ Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIISoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ' L Lateral Load Applied to Stem I Adjacent Footing Load ' Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft ( Axial Load A lied to Stem has been increased 1.00 Footing Type L pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load ' Kae for seismic earth pressure = 0.389 Added seismic base force 214.5 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load ' Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 185.7 lbs II ' Use menu item Settings>Printing&Title Block Title : 6'-0"Wall with seismic Page: to set these five lines of information Job# - Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Design Summary I Stem Construction i Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.68 OK Wall Material Above"Ht" = Concrete Sliding = 1.11 Ratio<1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 4,258 lbs Rebar Spacing = 14.00 ...resultant ecc. = 11.10 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,802 psf OK fb/FB+fa/Fa = 0.913 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,612.1 Allowable = 1,995 psf Moment....Actual ft-#= 4,026.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,163 psf Moment Allowable = 4,407.9 ACI Factored @ Heel = 0 psf Shear Actual psi= 29.0 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 37.1 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Gales (Vertical Component Used) LAP SPLICE IF ABOVE in= 21.38 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,346.8 lbs HOOK EMBED INTO FTG in= 7.39 less 100°0%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,490.4 lbs Added Force Req'd = 0.0 lbs OK MasonryData Hook embedment reduced by stress ratio ratio ....for 1.5:1 Stability = 529.8 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' = Load Factors Building Code IBC 2009,ACI Short Term Factor Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions & Strengths 1 Footing Design Results I Toe Width = 0.25 ft Toe Heel Heel Width = 4.75 Factored Pressure = 2,163 0 psf Total Footing Width = 5.00 Mu':Upward = 66 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 6 534 ft-# Mu: Design = 61 534 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 37.11 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined i I , , Use menu item Settings>Printing&Title Block Title : 6'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Summary of Overturning & Resisting Forces& Moments t OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 2,695.0 2.96 7,972.7 Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 163.3 2.96 483.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 214.5 4.20 900.8 Soil Over Toe = 2,695.0 Seismic Stem Self Wt = 260.0 4.25 1,105.0 Surcharge Over Toe = Total 1,346.8 O.T.M. 4,002.8 Stem Weight(s) = 650.0 0.58 379.2 Earth @ Stem Transitions= = = Footing Weight = 750.0 2.50 1,875.0 Resisting/Overturning Ratio = 2.68 Key Weight = Vertical Loads used for Soil Pressure= 4,258.3 lbs Vert.Component = Total= 4,258.3 lbs R.M.= 10,710.1 If seismic included the min.OTM and sliding 'Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : 7'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 7'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria mel Soil Data I r Retained Height = 7.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure - 35.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIISoii Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 1 Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning _ The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Axial Load Applied to Stem ` Footing Type L by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbsWi = 0.0 ft nd on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary l Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftt ft= 0.00 Overturning = 5.11 OK Wall Material Above"Ht" = Concrete Sliding = 1.59 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 5,565 lbs Rebar Spacing = 8.00 ...resultant ecc. = 5.90 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,383 psf OK /FB+fa/Fa = 0.512 Soil Pressure @ Heel = 472 psf OK Allowable = 1,500 Total Force @ Section lbs= 1,514.5 psf Moment....Actual ft-#= 3,700.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,660 psf Moment Allowable = 7,221.8 ACI Factored @ Heel = 566 psf Shear Actual psi= 31.6 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 49.5 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 Lateral Sliding Force = 1,221.8 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,947.8 lbs ' Lap splice above base reduced by stress ratio t Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' _ Load Factors - Short Term Factor Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Wind,W 1.600 Concrete Data Seismic, E 1.000 F psi= 2,500.0 Fy psi= 60,000.0 e I I i Use menu item Settings>Printing&Title Block Title : 7'-O"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 7'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions & Strengths ' Footing Design Results I Toe Width = 0.50 ft Toe Heel Heel Width = 5.50 Factored Pressure = 1,660 566 psf Total Footing Width = 6.00 Mu':Upward = 204 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 23 748 ft-# Mu: Design = 181 748 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 49.52 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover(a)Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined [ Summary of Overturning & Resisting Forces& Moments , OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 3,721.7 3.58 13,336.0 Surcharge over Heel = 101.8 4.00 407.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 193.3 3.58 692.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 3,721.7 Surcharge Over Toe = Total 1,221.8 O.T.M. 3,393.9 Stem Weight(s) = 750.0 0.83 625.0 Earth©Stem Transitions= = = Footing Weight = 900.0 3.00 2,700.0 Resisting/Overturning Ratio = 5.11 Key Weight Vertical Loads used for Soil Pressure= 5,565.0 lbs Vert.Component = Total= 5,565.0 lbs R.M.= 17,353.8 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : T-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 7'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data 11 Retained Height = 7.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads t Lateral Load Applied to Stem ` I Adjacent Footing Load I Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft r Axial Load Applied to Stem has been increased 1.00 Footing Type pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs = 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in 1 Earth Pressure Seismic Load , Kae for seismic earth pressure = 0.389 Added seismic base force 280.1 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load I Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 214.3 lbs Use menu item Settings>Printing&Title Block Title : 7'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 7'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Design Summary ' Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.01 OK Wall Material Above"Ht" = Concrete Sliding = 1.13 Ratio< 1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 5,565 lbs Rebar Spacing = 8.00 ...resultant ecc. = 10.99 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,777 psf OK /FB+fa/Fa = 0.844 Soil Pressure @ Heel = 78 psf OK 1 995 psfTotal Force @ Section lbs= 2,116.66.6 Allowable = Moment....Actual ft-#= 6,094.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,133 psf Moment Allowable = 7,221.8 ACI Factored @ Heel = 93 psf Shear Actual psi= 37.8 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 49.5 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 19.75 Lateral Sliding Force = 1,716.3 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.84 less 100%Friction Force = - 1,947.8 lbs Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5:1 Stability = 626.6 lbs NG I'm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ration' = - - -_ ---- Short Term Factor Building Code IBC 2009,ACI _ Dead Load 1.200 Equiv.Solid Thick. - Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions &Strengths I Footing Design Results I Toe Width = 0.50 ft Toe Heel Heel Width = 5.50 Factored Pressure = 2,133 93 psf Total Footing Width = 6.00 Mu':Upward = 259 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 23 748 ft-# Mu: Design = 237 748 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 49.52 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4©18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Use menu item Settings>Printing&Title Block Title : 7'-0"Wall with seismic Page: _ to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 7'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Summary of Overturning & Resisting Forces& Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 3,721.7 3.58 13,336.0 Surcharge over Heel = 101.8 4.00 407.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 193.3 3.58 692.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 280.1 4.80 1,344.7 Soil Over Toe = 3,721.7 Seismic Stem Self Wt = 300.0 4.75 1,425.0 Surcharge Over Toe = Total 1,716.3 O.T.M. 5,756.5 Stem Weight(s) = 750.0 0.83 625.0 Earth @ Stem Transitions= = = Footing Weight = 900.0 3.00 2,700.0 Resisting/Overturning Ratio = 3.01 Key Weight = Vertical Loads used for Soil Pressure= 5,565.0 lbs Vert.Component = Total= 5,565.0 lbs R.M.= 17,353.8 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : 8'-0"Wall Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data ' Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf WallEquivalent Fluid Pressure Method height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I ` Lateral Load Applied to Stem 1 i Adjacent Footing Load 1 Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in r Design Summary ' Stem Construction ' Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.11 OK Wall Material Above"Ht" = Concrete Sliding = 1.55 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 6,769 lbs Rebar Spacing = 10.00 ...resultant ecc. = 5.74 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,430 psf OK fb/FB+fa/Fa = 0.564 Soil Pressure©Heel = 576 psf OK Total Force @ Section lbs= 1,954.9 Allowable = 1,500 psf Moment....Actual ft-#= 5,430.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,715 psf Moment Allowable = 9,623.1 ACI Factored @ Heel = 691 psf Shear Actual psi= 26.3 Footing Shear @ Toe = 0.6 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 60.8 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 13.20 Lateral Sliding Force = 1,532.0 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 2,369.2 lbs Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Short Term Factor Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 t I 4 Use menu item Settings>Printing&Title Block Title : 8'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions &Strengths t Footing Design Results I Toe Wdth = 0.75 ft Toe Heel Heel Width = 6.00 Factored Pressure = 1,715 691 psf Total Footing Width = 6.75 Mu':Upward = 472 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 51 910 ft-# Mu: Design = 421 910 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.63 60.82 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5©18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5©10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover(4)Top 2.00 @ Btm= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 4,693.3 4.08 19,164.4 Surcharge over Heel = 114.5 4.50 515.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 213.3 4.08 871.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load©Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 4,693.3 Surcharge Over Toe = Total 1,532.0 O.T.M. 4,768.0 Stem Weight(s) = 850.0 1.08 920.8 Earth @ Stem Transitions= Footing Weight = 1,012.5 3.38 3,417.2 Resisting/Overturning Ratio = 5.11 Key Weight = Vertical Loads used for Soil Pressure= 6,769.2 lbs Vert.Component = Total= 6,769.2 lbs R.M.= 24,373.6 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: 1 , . 1 Use menu item Settings>Printing&Title Block Title : 8'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data ' Retained Height = 8.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft - Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I 'L Lateral Load Applied to Stem 1 1,,Adjacent Footing Load ' Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stern ` has been increased 1.00 Footing Type a factor of ype Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load ' Kae for seismic earth pressure = 0.389 Added seismic base force 354.6 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load I Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 242.9 lbs Use menu item Settings>Printing&Title Block Title : 8'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Design Summary I ! Stem Construction ' Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.06 OK Wall Material Above"Ht" = Concrete Sliding = 1.11 Ratio<1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 6,769 lbs Rebar Spacing = 10.00 ...resultant ecc. = 11.40 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,850 psf OK fb/FB+fa/Fa = 0.911 Soil Pressure @ Heel = 156 psf OK Allowable = 1,995 Total Force @ Section lbs= 2,689.5 psf Moment....Actual ft-#= 8,769.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,219 psf Moment Allowable = 9,623.1 ACI Factored @ Heel = 187 psf Shear Actual psi= 30.9 Footing Shear @ Toe = 0.8 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 60.8 psi OK Wall Weight, = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 21.32 Lateral Sliding Force = 2,129.5 lbs LAP SPLICE IF BELOW in= less 1000/0 Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 7.84 less 100%Friction Force = - 2,369.2 lbs Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5:1 Stability = 825.0 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' _ Load Factors Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Wind,W 1.600 Concrete Data Seismic,E 1.000 fc psi= 2,500.0 Fy psi= 60,000.0 Footing Dimensions &Strengths ' Footing Design Results I Toe Width = 0.75 ft Toe Heel Heel Width = 6.00 Factored Pressure = 2,219 187 psf Total Footing Width = 6.75 Mu':Upward = 603 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 51 910 ft-# Mu: Design = 552 910 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.83 60.82 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Cover @ Top 2.00 @ Btm= 3.00 in Other Acceptable Sizes&Spacings Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S'Fr Key: No key defined Use menu item Settings>Printing&Title Block Title : 8'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Summary of Overturning & Resisting Forces& Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 4,693.3 4.08 19,164.4 Surcharge over Heel = 114.5 4.50 515.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 213.3 4.08 871.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= .Axial Live Load on Stem = Seismic Earth Load = 354.6 5.40 1,914.6 Soil Over Toe = 4,693.3 Seismic Stem Self Wt = 340.0 5.25 1,785.0 Surcharge Over Toe = Total 2,129.5 O.T.M. 7,957.6 Stem Weight(s) = 850.0 1.08 920.8 Earth @ Stem Transitions= _ = Footing Weight = 1,012.5 3.38 3,417.2 Resisting/Overturning Ratio = 3.06 Key Weight = Vertical Loads used for Soil Pressure= 6,769.2 lbs Vert.Component = Total= 6,769.2 lbs R.M.= 24,373.6 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overtuming ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: I 4 , Use menu item Settings>Printing&Title Block Title : 9'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING [Criteria ' Soil Data I Retained Height = 9.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in F Surcharge Loads I Lateral Load Applied to Stem 1 Lftdjacent Footing Load A Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft 1 Axial Load Applied to Stem -1 has been increased by a factor of 1.00 Footing Type Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary ' I Stem Construction ' Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.80 OK Wall Material Above"Ht.' = Concrete Sliding = 1.58 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 8,482 lbs Rebar Spacing = 10.00 ...resultant ecc. = 4.09 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,331 psf OK Design Data Soil Pressure @ Heel = 789 psf OK fb/FB+fa/Fa _ 0.588 Total Force @ Section lbs= 2,451.3 Allowable = 1,500 psf Soil Pressure Less Than Allowable Moment....Actual ft-#= 7,628.7 ACI Factored @ Toe = 1,598 psf Moment Allowable = 12,971.1 ACI Factored @ Heel = 947 psf Shear Actual psi= 24.9 Footing Shear @ Toe = 7.4 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 74.3 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 13.76 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,877.3 lbs HOOK EMBED INTO FTG in= 6.03 less 100°0%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 2,968.6 lbs Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title : 9'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions &Strengths ' Footing Design Results ,Toe Width = 1.25 ft Toe Heel Heel Width = 6.75 Factored Pressure = 1,598 947 psf Total Footing Width = 8.00 Mu':Upward = 1,222 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 141 1,120 ft-# Mu: Design = 1,081 1,120 ft-# Key Width = 0.00 in Actual 1-Way Shear = 7.41 74.32 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in t'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 ©Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning & Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6 Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 5,857.5 Surcharge Over Toe = Total 1,877.3 O.T.M. 6,469.7 Stem Weight(s) = 1,187.5 1.67 1,979.2 Earth @ Stem Transitions= = = Footing Weight = 1,200.0 4.00 4,800.0 Resisting/Overturning Ratio = 5.80 Key Weight = Vertical Loads used for Soil Pressure= 8,481.7 lbs Veil.Component = Total= 8,481.7 lbs R.M.= 37,503.9 •Axial live load NOT included in total displayed,or used for overtuming resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : 9'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data I Retained Height = 9.00 ft Allow Soil Bearing = 1,995.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 _ Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootinglISoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 0 [ Lateral Load Applied to Stem I [Adjacent Footing Load -11 Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem \ has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs = 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in j Earth Pressure Seismic Load ' Kae for seismic earth pressure = 0.389 Added seismic base force 437.7 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure LStem Weight Seismic Load ' Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 339.3 lbs Use menu item Settings>Printing&Title Block Title : 9'-0"Wall with seismic Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Design Summary Stem Construction Top Stern Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.39 OK Wall Material Above"Ht" = Concrete Sliding = 1.12 Ratio<1.5! Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 8,482 lbs Rebar Spacing = 10.00 ...resultant ecc. = 10.57 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,760 psf OK fb/FB+fa/Fa = 0.970 Soil Pressure @Heel = 360 psf OK Total Force @ Section lbs= 3,425.7 Allowable = 1,995 psf Moment....Actual ft-#= 12,581.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,113 psf Moment Allowable = 12,971.1 ACI Factored @ Heel = 432 psf Shear Actual psi= 29.8 Footing Shear @ Toe = 10.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 74.3 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 22.70 LAP SPLICE IF BELOW in= Lateral Sliding Force = 2,654.3 lbs HOOK EMBED INTO FTG in= 8.26 less 100%Passive Force= - 0.0 lbs Lapsplice above base reduced bystress ratio less 100%Friction Force = - 2,968.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for1.5: 1 Stability = 1,012.8 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' Load Factors Building Code IBC 2009,ACI Short Term Factor Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions&Strengths I Footing Design Results I Toe Width = 1.25 ft Toe Heel Heel Width = 6.75 Factored Pressure = 2,113 432 psf Total Footing Width = 8.00 Mu':Upward = 1,582 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 141 1,120 ft-# Mu: Design = 1,441 1,120 ft-# Key Width = 0.00 in Actual 1-Way Shear = 9.96 74.32 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm. 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Use menu item Settings>Printing&Title Block Title : 9'-0"Wall with seismic Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING L Summary of Overturning & Resisting Forces& Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6 Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= `Axial Live Load on Stem = Seismic Earth Load = 437.7 6.00 2,626.4 Soil Over Toe = 5,857.5 Seismic Stem Self Wt = 475.0 5.75 2,731.3 Surcharge Over Toe = Total 2,654.3 O.T.M. 11,047.0 Stem Weight(s) = 1,187.5 1.67 1,979.2 Earth @ Stem Transitions= = Footing Weight = 1,200.0 4.00 4,800.0 Resisting/Overturning Ratio = 3.39 Key Weight = Vertical Loads used for Soil Pressure= 8,481.7 lbs Vert.Component = Total= 8,481.7 lbs R.M.= 37,503.9 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : 10'-0"Wall Page: to set these five lines of information Job# - Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data .-- Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf WallEquivalent Fluid Pressure Method height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore � for passive pressure = 12.00 in - I Surcharge Loads 1 L Lateral Load Applied to Stem I 11 Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary ' Stem Construction ' Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.58 OK Wall Material Above"Ht" = Concrete Sliding = 1.55 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 10,159 lbs Rebar Spacing = 7.50 ...resultant ecc. = 4.26 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,444 psf OK fb/FB+fa/Fa = 0.610 Soil Pressure @ Heel = 878 psf OK Total Force @ Section lbs= 3,003.6 Allowable = 1,500 psf Moment....Actual ft-#= 10,351.5 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,733 psf Moment Allowable = 16,968.2 ACI Factored @ Heel = 1,054 psf Shear Actual psi= 30.6 Footing Shear @ Toe = 7.4 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 74.1 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 14.28 LAP SPLICE IF BELOW in= Lateral Sliding Force = 2,324.3 lbs HOOK EMBED INTO FTG in= 6.21 less 100%Passive Force= - 45.1 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 3,555.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' = Load Factors Short Term Factor Building Code IBC 2009,ACI Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 • ' • I r I Use menu item Settings>Printing&Title Block Title : 10'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions &Strengths ' Footing Design Results Toe Wdth = 1.50 ft Toe Heel Heel Width = 7.25 Factored Pressure = 1,733 1,054 psf Total Footing Width = 8.75 Mu':Upward = 1,905 0 ft-# Footing Thickness = 14.00 in Mu':Downward = 236 1,318 ft-# Mu: Design = 1,669 1,318 ft-# Key Width = 0.00 in Actual 1-Way Shear = 7.43 74.12 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5©18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover©Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S'Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning & Resisting Forces& Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,182.2 3.72 8,122.5 Soil Over Heel = 7,058.3 5.54 39,114.9 Surcharge over Heel = 142.1 5.58 793.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 256.7 5.54 1,422.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 7,058.3 Surcharge Over Toe = Total 2,324.3 O.T.M. 8,916.0 Stem Weight(s) = 1,312.5 1.92 2,515.6 Earth©Stem Transitions= _ = Footing Weight = 1,531.3 4.38 6,699.2 Resisting/Overturning Ratio = 5.58 Key Weight = Vertical Loads used for Soil Pressure= 10,158.8 lbs Vert.Component = Total= 10,158.8 lbs R.M.= 49,752.1 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: I a , . ' Use menu item Settings>Printing&Title Block Title : 10'-0"Wall with seismic Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' `Soil Data ' Retained Height = 10.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00: 1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I [ Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem i has been increased 1.00 Footing Type Line Load pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs = 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Kae for seismic earth pressure = 0.389 Added seismic base force 545.8 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load , Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 375.0 lbs Use menu item Settings>Printing&Title Block Title : 10'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Design Summary ' Stem Construction ' Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.32 OK Wall Material Above"Ht" = Concrete Sliding = 1.11 Ratio<1.5! Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 10,159 lbs Rebar Spacing = 7.50 ...resultant ecc. = 11.42 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,919 psf OK Design Data Soil Pressure @ Heel = 403 psf OK Total T +fa/Fa = 0.990 Allowable = 1 995 psf Total Force @ Section lbs= 4,145.2 Soil Pressure Less Than Allowable Moment....Actual ft-#= 16,806.9 ACI Factored @ Toe = 2,303 psf Moment Allowable = 16,968.2 ACI Factored @ Heel = 484 psf Shear Actual psi= 35.9 Footing Shear @ Toe = 10.1 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 74.1 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 23.18 Lateral Sliding Force = 3,245.1 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 45.1 lbs HOOK EMBED INTO FTG in= 8.57 less 100%Friction Force = - 3,555.6 lbs Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5: 1 Stability = 1,266.9 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' = Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions &Strengths ' Footing Design Results I Toe Width = 1.50 ft Toe Heel Heel Width = _7.25 Factored Pressure = 2,303 484 psf Total Footing Width = 8.75 Mu':Upward = 2,474 0 ft-# Footing Thickness = 14.00 in Mu':Downward = 236 1,318 ft-# Mu: Design = 2,237 1,318 ft-# Key Width = 0.00 in Actual 1-Way Shear = 10.06 74.12 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined L . 1 , e • Use menu item Settings>Printing&Title Block Title : 10'-0"Wall with seismic Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10,-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Summary of Overturning & Resisting Forces& Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,182.2 3.72 8,122.5 Soil Over Heel = 7,058.3 5.54 39,114.9 Surcharge over Heel = 142.1 5.58 793.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 256.7 5.54 1,422.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 545.8 6.70 3,657.0 Soil Over Toe = 7,058.3 Seismic Stem Self Wt = 525.0 6.42 3,368.8 Surcharge Over Toe = Total 3,245.1 O.T.M. 14,979.2 Stem Weight(s) = 1,312.5 1.92 2,515.6 Earth @ Stem Transitions= _ = Footing Weight = 1,531.3 4.38 6,699.2 Resisting/Overturning Ratio = 3.32 Key Weight = Vertical Loads used for Soil Pressure= 10,158.8 lbs Vert.Component = _ Total= 10,158.8 lbs R.M.= 49,752.1 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overtuming ratios may be 1.1 per IBC'09,1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: